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HomeMy WebLinkAboutTRUSS PAPERWORK1 2 3 4 5 6 7 8 9 10 11 12 13 15 16 17 18 19 20 21 23 24 25 The based Truss My 1. k® "`�EIIiED PsrMl6r/n9 D Sit,l,.ug1/e t;p my ent m11324 MiTek USA, Inc. THE ROYALE 6904 Parke East Blvd. Tampa, FL 33610-4115 a Information: 3tomer: WYNNE BUILDING CORPORATIN Project Name: ml1324 �q�/1/�® /Block: Model' y�°t By cress: UNKNOWN Subdivision: CuC%@ r: ST LUCIE State: FL C04P9 , Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special I Conditions): Code: FBC2017/TPI2014 Design Program:. MiTek 20/20 8.1 x1e: ASCE 7-10 Wind Speed: 165 mph rf Load: 37.0 psf Floor Load: N/A psf package includes 27 individual, dated Truss Design Drawings'and 0 Additional Drawings. my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet orms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. Seal# Truss Name Date No. Seal# Truss Name Date T13569629 a 3/22/18 26 T13569654 mv2 3/22/18 T13569630 a1 3/22/18 27 T13569655 mv4 3/22/18 drawing(s).referenced above have been prepared by JSA, Inc. under my direct supervision the parameters provided by Chambers Truss. !sign Engineer's Name: Finn, Walter rise renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the ✓3ngineer named is licensed In the jurisdiction(s) identified and that the designs Fomply with ANSUTPI 1. These designs are based upon parameters shown ( g., loads, supports, dimensions, shapes and design codes), which were given to I MiTek. Any project specific information included Is for MiTek custom rs file reference purpose only, and was not taken into account in the preparation o these designs. MiTek has not Independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs Into the overall building design per ANSIrrPI 1, Chapter 2. 1ofI C7 P`� `...... � G E N e No 22839 9D STATE OF :*4U- % Walter P. Finn PE Nc.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 March 22,2018 Finn, Walter 1324 A 0 1 1 T13569629 4.00 12 4.5 = 6 Scale = 1:59.3 ItO � 17- 15 -- -- 14 '- 12 4x5 = 2x3 II 5x6 WB= 3x8 = 2x3 II 4x5 = 3x8 = 5x6 WB= LOADING (psf)I SPACING- 2-0-0 CSI. DEFL. in (too) /dell I TILL 20.0 Plate Grip DOL 1.25 TC 0.59 Vart (LL) 0.33 14-15 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.64 14-15 >652 240 BCLL 0.0 ' Rep Stress nor YES W B 0.63 Horz(CT) 0.1310 n/a I BCOL 10.0 Code FBC2017/TPI2014 MaMx-MS LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. plalsize) 2=1399/0-8-0, 10=1399/0-8-0 Max Horz 2=-223(LC 8) ,Max Uplift 2=-775(LC 10), 10=-775(LC 10) FORCES. Ill- Max. Comp./Max. Ten. - All forces 250 illor less except when shown. TOP CHORD' 1 2-3= 3404/2226, 3-5=-2807/1885, 5-6=-2801/1990, 6-7=-2801/1990, 7-9= 2807/1885, 9-10= 3404/2226 BOT CHORD 2-17=-1946/3218, 15-17=-1946/3218, 14-15— 1116/2053, 12-14=-1946/3188, 10-12=-1946/3188 WEBS 1 6-14=-598/1034, 7-14=-252/246, 9-14=-702/541, 6-15=-598/1035, 5-15= 253/246, 3-15=-701/541 PLATES GRIP MT20 244/190 Weight: 1691b FT=0 Structural wood sheathing directly applied or 3-1-13 oc puffins. Rigid ceiling directly applied or4-10-7 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCEj7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psQ BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Ezterfai -1-0-0 to 3-9-10, Intedor(1) 3-9-10 to 12-8.6, Exterior(2) 12-8-6 to 17-6-0, Irlterior(1) 22-1-0 to 31-2-6 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate Strip DOL=1.ej0 3) 100.OIb AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart. 4) This truss ha's been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 775 lb uplift at joint 2 and 775 1b uplift at joint 10. 1 Walter P. Finn PE No.22039 Mil USA, Inc. FL Ced 6834 6904 Parke East Blvd. Tampa FL 33010 Date: March 22,2018 A WARNING IVerify deslgnparamefersand READ NOTES ON THISAND INCLUDED MWEKREFERANCEPAGEM674Ta rov. 1003,2015BEFORE USE Design validf r use only with MRek@ connectors. This tlesign is based only upon parameters shown, and is for an Individual building component, not PBefore use, the bulltling designer must verify the oppllcablllN of tlesign parameters and property Incorporate this design Into the overall "90! bulltling tlesign. Bracing Indicated is to prevent buckling of Individual hum web and/or chord members only. Additional temporary and permanent brocingIs always required for Mai llity andto prevent collapse with possible personal Injury antl property dl0aarysm.age. For general guidance regarding the and of r8sses and trum D96A9 and BGSI au0dbp Component OVA ke East Blvtl. 9obN Informurlbnovoebblefram Truss Plate Insiltuction te. 21N. Lee Sheet. Suite 312. Alwono'rPlo1. 22314.dMM, Tampa, FL 33610 Job Truss Truss Type Oty Ply THE ROYALE T73569630 11324 Al SPECIAL 9 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL Esau a mar rr zvro muen ruuuau,ea, n,c. ,..d MaT 22 091G:20 20 — 4.00 12 5x8 MT18HS = Scale =1:60.3 14 13 3x5 = 2.3 11 5xl2 2. = 3x12 = 00 12 LOADING (pst) TCLL 20.0 TCDL 7.0 BCLL 0.0, • BCDL 10.0. SPACING- 2-0-0 CSI. Plate Grip DOL 1.25 TC 0.89 Lumber DOL 1.25 BC 0.94 Rep Stress Inor YES WB 0.62 Code FBC2017/TP12014 Matrix -MS DEFL Ven(LL) Ven(Cn Horz(CT) in (too) Vdell Ud 0.80 12 >525 360 -1.3912-13 >302 240 0.37 10 n/a n/a PLATES GRIP MT20 244/190 MT18HS 2441190 Weight: 159 lb FT=0 LUMBER- I BRACING - TOP CHORD Px4 SP M 30 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 6-12 6-12: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 10=1349/03-0 Max Horz 2=-223(LC 8) Max Uplift 2=-825(LC 10). 10=-825(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 23= 3309/2433, 3-5= 2581/2012, 5-6= 2548/2113, 6-7=5337/4002, 7-9= 5302/3868, 9-10_ 5702/4143 BOT CHORD 2-14=-2151/3113, 13-14=-2151/3113, 12-13=-1450/2202, 10-12=-3809/5431 WEBS 3-14=0/265, 3-13=813/590, 5-13— 269/317, 6-13=317/567, 6-12=-2362/3388, 7-12=-298/368, 9-12=-405/352 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=128; B=45f1; L--50ft; eave=6ff; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-M to 3-9-10, Interior(1) 3-9-10 to 12-e-0, Extedor(2) 12-8-6 to 17-6-0, Interior(1) 22-3-10 to 31-2-6 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates areMT20 plates unless otherwise indicated. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 35-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCD = 1O.OpsL 6) Bearing at joihl(s) 10 considersparallel to grain value using ANSVTP1 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide me0anical connection (by others) of truss to bearing plate capable of withstanding 825 lb uplift at joint 2 and 825 Ito uplift at joint 10. 1 1m�b d Walter P. Finn PE No12839 MRek USA Inc. FL Cent 6834 6904 Parke East BNd. Tampa FL 33610 Date: March 22,2018 O WARNING I Verity d63"m arametero and READ NOTES ONTN/a ANp INOLGOEO M?EK NEFEHANCE PAGE MI4)4TJrev. rN0.1I1015 BEFORE USE Design valid for use only w9h MBeI� connector. this design Is based only upon parameters shown antl Is far on Intllvldual bulltllnB component, not a truss system Before use, Me building designer mustverily the appllaabillty of tleslgn parameters and properly Incorporate this design Into the overall bulltling tleslgn. is-cing lndlcatetlisto preventbuckling of Individual truss web and/or chard members only.. AddlSonol tamporary and permanent bracing Is alwaysreauirad for stobllity and to prevent collapse with possible personal Injury and property tlamoge. For general gultlance regartling Me fobricotlon, stbrogo delivery, erection and broCing of trusses antl muss systems, seeANB611 DealByCM.ra, DS049 and BCSI BaSdkly Component Safety Informatic..'lable tram Truss Plate Insmuta. 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. MR MiTek' 6904 Parke East M. Tampa, FL 33610 Job I Truss Truss Type Oly , Ply THE ROYALE T73569631 1n11324 A2 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 6.13U s Man 1 2Ul b MI I eK moustnes, Inc. I ne Mar 2a ee: 4.00 r12 5z6 = 4x4 = Scale =1:62.3 3z5 2x3 11 5x6 — 2.00 12 3x12 c = I MN I 1s34 9-00 21-12 i 35.0.0 saI I 31-11-04 ' Plate Offsets (X;Y)— 12:0-1-2,Edgel.14:0-2-12,03-01.14:0-0-0,0-1-121,18:03-O,Edgel.18:0-0-0,0-1-121.[9:0-3-2,0-0-0],[10:0-1-15,Edge] LOADING (psf) SPACING- 2-" CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Ved(LL) 0.75 12 >559 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -1.0212-21 >412 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 Horz(CT) 0.37 10 n/a n/a BCDL 10.0, Code FBC2017/TPI2014 Matrix -MS Weight: 160 lb FT=O% LUMBER- i BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 24-8 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-13 REACTIONS. (lb/size) 2=1349/0-8-0, 10=1349/0-8-0 Max Horz 2=-205(LC 8) Max Uplift 2=-825(LC 10), 10= 825(LC 10) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3315/2113, 3-5=-2515/1641, 5-6= 2524/1699, 6-7=-2672/1734, 7-9=-5246/3199, 9-10=-5687/3567 BOT CHORD 2-15=-1849/3111, 14-15=-1849/3111, 13-14=-1217/2314, 12-13=-2804/5025, 10-12=-3257/5414 WEBS 3-15=0/300, 3-14— 954/692, 5-13=206/561, 6-13= 357/632, 7-13=-2796/1678, 7-12=1082/1957, 9-12=479/463 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Dpsf; h=12ft; B=45f ; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 3-9-10, Intedor(1) 3-9-10 to 31-2-6, Extedor(2) 31-2-6 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent With any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mec(lanical connection (by others) of truss to bearing plate capable of withstanding 825 lb uplift at joint 2 and 8251b uplift at joint 10. Wafter P. Finn PE No.22839 MTek USA, Inc. FL Cod 6634 69W Parke East BNd. Tampa FL 33610 Date: March 22,2018 Q WARNING;Verify✓eslgnparametemanEREAD NOTES ON THMMDWCLUDEDM!/EKREFERANCEPAGEMLL741Jrev. ICAU1015BEFOREUSE. Design valid for use oNy with Mgek® connectors. This tleslgn Is based only upon parameters shown and Is tar an Intllvlduai builtling component, not a truss system. Before use, me building designer must verity the applicobllity of design parameters and properly Incorporate this tleslgn Into the overall builtling design. Bracing lndlcated is to prevent buckling of lntllvldual }ru--a an 'achortl members only. AtldHlonal temporary antl permanent bracing MiTek' IS always rega ad for stablllN antl to prevent col lapse wlM possible personal lnlury antl property tlamage. For generalgA nc. regarding the fobrlca6on storage, tlelNery, erection and bracing of frusses and truss systems. seeAN81/IPI I Guellty CModo, OSa41g and 6C518.1 tag Componrrnl 6904 Perko Ees1 Blvd. Sobly mtomialbrvsvallable from Truss Plate InsBtute, 218 N. lee Street Suite 312, Alexontltlo, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply .011324 A3 SPECIAL 1 1ob [HEROYA1ET73569632 Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.13u s Mar 11 zOi It Mi I ex it to. Thu Mar 22 09:10:29 2018 5x6 = .nnr 4x6 = Scale = 1:61.3 13 2x3 It 5x6 — 3x12 = 3x5 = 2.00 12 8.0.1 1&7-B 21-0-0 23-11-12 35.0-0 8.0-17-4-8 2-11-12 i 11.0-4 Plate ONsets(XY)— (2:0-1-2,Edge1.18:0-1-15,Edge1 LOADING (pst)' SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.01 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.72 10 >582 360 MT20 244/190 TCDL 7.4 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.98. 10-19 >427 240 MT18HS 2441190 BCLL 0.0' • Rep Stress Incr YES WB 0.74 Hom(CT) 0.35 8 n/a n/a BCDL 10.OI Code FBC2017/rP12014 Matdx-MS Weight: 158 lb FT=O% LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Stmctural wood sheathing directly applied or 2-5-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-e-0, 8=1349/0-8-0 Max Horz 2= 181(LC 8) Max Uplift 2=-825(LC 10), 8=-825(LC 10) FORCES. (Itc)'- Max. CompJMax. Ten. -All farces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3286/2122,3-4=-2556/1711, 4-5=-3161/2095, 5-6=-3304/2150, 6-7=-5214/3232, 7-8= 5695/3643 BOT CHORD 2-13=-1853/3079,12-13=-1853/3079,11-12=-1338/2410, 10-11=-2826/4982, 8-10=-3331/5422 WEBS 3-13=0/293, 3-12=-854/595,4-11=-480/959, 5-11=-360/724, 6.11=.2280/1355, 6-10=-1118/1934, 7-10=530/515 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE.7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; 8=45ft; L=5011; eave=6ft; Cat. 11; Exit C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 3-9-10, Interior(1) 3-9-10 to 31-2-6, Exterior(2) 31-2-6 to 36-0-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8251b uplift at joint 2 and 825 I6 uplift at joint 8. Waller P. Finn PE No22839 1i USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 Q WARNING I w"' deargn PerameteZend READ NGTES 0NTN'S ANO INCLUDED MmEKREFERANCE PAGE MI474T3 rev. id0Y1015 aEFeflE USE. Design valltl r-' use only with Meek" connectors. This tleslgn Is based only upon parameters shown, antl Is for an Individual 6-11dln" component, not MR o huse system!. Before use, the bulltling deal"'.' must verify me oppllcobllity of deslgn parameters antl properly Incorporate this deslgn Into the overall bulltling tlesl"n. 8racln"Ind..teo is to prevent buckling of Individual truss web and/or chard membsrsoniy. Atltlltlonal temporary antl permanent bracing MiTek' IS always required for stability antl to prevent collapse wlm possl0le personal Ink" and property dama"e. For"ene..t'u%.. re"ordi'g the fabrlca,on, store"., delivery, erection and brac,nQ of trusses antl huss systems see�NS611 Q 'I Cmnb, DSBJf9 and BC518.1CMg Cemppnml 6904 Parke East Blvd. Sabry mformotbrpvo'loble ham Truss Rafe Institute. 218 N. Lee Sheet. Sulfa 312, Alexontlrle. VA 22m14. Tampa, FL 33610 Jab Truss Truss Type Cry, Ply THE ROYALE • T73569633 ,m11324 A4 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL b.130 s Mar 11 2018 MI l ek ]nausines, Inc. Thu Mar 22 09. Scale=1:61.3 5x6 = 3x4 = 5.8 — 2x3 11 4.00 12 4 5 6 7 1 14 13 3x4 = 3x6 = I 3x4 = 5x6 = 2.00 12 3x12 = I 6-6-2 13-7-8 17-6-0 23.11-12 35-0-0 e-8-2 4-H-6 3'0-8 11-0-4 Plate Offsets (X Y)-- 12.0-0-6 Edgel 16:0-4-0 0-2-31 19.0-1-15 Edgel LOADING (Pat) SPACING- 2-0-0 CSI. OEFL. in floc) I/dell, L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.73 11-12 >572 360 MT20 244/190 TCDL 7.6 Lumber DOL 1.25 BC 0.96 Ven(CT) -0.9811-20 >429 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.77 Horz(CT) 0.36 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MS Weight: 160 lb FT=O% LUMBER - TOP CHORD 2x4'SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4'SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-5-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. Ifib/size) 2=1349/0-8-0,9=1349/0-8-0 Max Hom 2-157(LC 9) Max Uplift 2=-825(LC 10), 9=-825(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. -AII forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3367/2256, 3-4=-3093/2069, 4-5- 2645/1853, 5-6=-3425/2347, 6-7=5165/3301, 1 7-8=-5219/3301, 8-9=-5704/3714 BOT CHORD 2-14=-2000/3170, 13-14=-1488/2537, 12-13=-2065/3480, 11-12=-2440/4196, 9-11=-3399/5431 WEBS 3-14=-429/415,4-14=-323/584,4-13=-142/386, 5-13=-1125/697, 5-12=-141/467, 6-12=861/437, 6-1 1=-1 145/2016, 8-11=-542/518 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCEI7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2ps1;.BCDL=3.Opst h=121t; B=45f ; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 3-9-10, Interfor(1) 3-9-10 to 31-2-6, Exterior(2) 31-2-6 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss Ilas been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8251b uplift at joint 2 and 8251b uplift at joint 9. Walter P. Finn PE No22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 22,2018 Q WARNING! Verity design pareereters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCEPAGEM/F7473me 1"31015 BEFORE Design vclltl jor use only with MBek®connectors. This design Is based only upon parameters shown, antl Is for on IntlNltluOl bulitling component, not a fruss systerti.8efore use, me bullOing tleslgner must verity }he epplicablllty of tlesign parameters antl properly Incorporate this design into the overall bulitling desl8n. eadng indicated is to prevent buckling of individual}runs web and/orchortl members only., Atltlitbngl temporary and permanent bracing MiTek' Is always required far stobllity and to prevent collapse wlm possible personal lnlury and property damage. Far general guidance regarding me fobticclloR storage, tlelNery, erecnon and bradng of frusses and truss systems, seeAN31/IPIt OpplNv CMorlo, p58d9 and BGSI loYdhp Gomponmt' 6904 Pade Easl BWd. Spbry Inlortriptblpvcllablefrem fruss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22 14. Tampa, FL 33610 Job Truss Truss Type Oty Ply , � T73569634 4n11324 I AS HIP 1 1 =Reference 18 Chambers Truss, Inc., Fort Pierce, FIL 8.130 s Mar 1 , 2018 MrTek Industnes, Inc. Thu Mar 2209:10:31 20age ID:_kfi GCA6bx7j2Syl HDXFw7ye3KX-6w?YS51 KOUR4XYHiAb_tOdlOkuf9FzMpANN09UzYOkc 1-0- 6.7.15 10.0.0 13-8-0 21-4.0 25-0-0 28-4-1 35.0.0 6-0- -0- 6-7-15 3-4-1 3.8-0 7-8-0 3.6.0 3-4-1 6-7-15 1-0.0 5X8 = 2x3 II 4.00 12 4 23 24 5 2x3 11 5xB = 25 26 ° 27 28 7 Scale =.1:60.3 4x5 3x4 = 4x6 = 3x4 = 3x4 = 4x6 = 3x4 = 45 = 10.0.0 13.8-0 21-4-0 25-0-0 35-0-0 10-0.0 3-8-0 7-6-0 3.8.0 10.0.0 Plate Offsets (X Y)-- [2:0-1-14 Edge] [4:0-5-4 0-2-81 P:0-5-4 0-2-8] [9:0-1-14 Edgel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0i Plate Grip DOL 1.25 TC 0.71 Ven(LL) 0.60. 11-13 >424 36D MT20 244/190 TCDL 7.01 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.78 13 >328 240 SCLL 0.0 ' Rep Stress [nor YES W B 0.31 Horz(CT) 0.11 9 n/a n/a BCDL 10.0� Code FBC2017/FPI2014 Matrix -MS Weight: 153 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 I REACTIONS. (lb/size) 2=1118/0-8-0, 14=379/0-8-0, 9=1201/0-8-0 Max Harz 2=-133(LC 8) Max Uplift 2=-692(LC 10), 14=-219(LC 10), 9=-739(LC 10) Max Grav 2=1118(LC 1), 14=454(LC 19), 9=1206(LC 20) 1 FORCES. (lb) - Max. Comp./Max. Ten. -All fames 250 (lb) or less except when shown. TOP CHORD 2-3=-2600/2341,3-4=-2215/1960,4-5=-2527/2290,5-6= 2527/2290,6-7=-2527/2290, 7-8=-2531/2224, 8-9=2880/2572 BOT CHORD 2-16=-2074/2444,14-16=-1569/2065,13-14=-1968/2527,11-13=-1833/2382, 9-11=-2290/2707 WEBS 1 3-16=-495/599, 4-16= 206/347, 4-14=-541/820, 5-14=-526/591, 6-13=-234/311, 7-13=4821282, 7-11=-355/492, 8-11=-444/551 Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 4-6-3 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCEI7-10; Vult=165mph (3-second gust) VascIl 28mph; TCDL=4.2pst BCDL=3.Opsf; h=12fU B=45fC L=50ft; eave=6H; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 16-9-7, Interior(1) 16-9-7 to 18-2-9, Exterior(2) 18-2-9 to 25-0-0 zone;C-C for members and farces a MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss ha's been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 692 Ib uplift at joint 2, 219 Ib uplift at joint 14 and 739 lb uplift at joint 9. Walter P. Finn PE No,22839 fill USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 BEAU Na7ESaN7HISANe INCLUDED faNlbuil BEFORE USE. aMara REFEshownRANCE P WARNMdiVerityonly Design valid for use only withIs Is for on D h MRe1A9 connectors. This only upon parameters shown, antl Is for an Ill building component, not Wate) con uponand ��' , the designer st verify applicability of N theappllc lo bdingduss em; Beforeuse,Indicated only, lncoAddIflonal tethisdey designIntofineoverallM�e Is truss penchant bracing buckling of truss weband/orand chortltydamasonly. and/esign rchordparametersandrs bulltling tlequir Bfor IY4]TBk required epvidud stability ton event collapse with possiblepersonal Injury For general guldo cereantl regarding the with posnd SeeASSIM11e ual Cge. elivelly, ere and brcclapse fabricIS ation. truss, fobrl Lmloasfotionodelivery,erection and bmcing oftrussesN. andtruss systems,,Alo.aUiPll VA 22Myy Cdb4o, DSBE9 and BC31 Buatlhrp Component SB49 nd staff Building Co SabN Nlomiatbrpvolloble from truss Plate Institute, 218 N. We Sheet Suite 312, Alexontlrlo, VA 22314. 6ee4Palle Easr Blvd. Tampa, FL 336t0 Job I Truss Truss Type cry Ply THE ROYALE • • T13569635 m11324 B COMMON 3 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL a.lau n s mar emu mu ex mcusmes, inc. mu mar ze ue: was zu i n Faye ID:_kfiGCA6bx7j25y1 HDXFw7ye3KK-a6ZtdR2ynnZx8hsvkJVuwq[HulSR_TdzO16xhwzYQkb -1-0.0 G11-0 13-10-0 1.0-0 6.11-0 8111.0 Us = 2x3 1 3x4 = Scale: 1/2'e1' 3x4 = Plate Offsets (X,Y)-- f2:0-2-10,Edge1. 14:0-2-10,Edge1 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (too) Udefl Ud PLATES GRIP TCLL 20.0, Plate Grip DOL 1.25 TC 0.37 Ven(LL) 0.10 5-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.13 5-8 >999 240 BCLL 0.0� ' Rep Stress Incr YES WB 0.12 Hoa(CT) 0.01 4 n1a n/a BCDL 10.0, Code FBC2017/rP12014 Matdx-MS Weight: 47 lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP N0.3 REACTIONS. (lb/size) 4=51010-8-0, 2=568/0-8-0 Max Horz 2=93(LC 9) Max Uplift 4= 292(LC 10), 2=-377(LC 10) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-967/954, 3-4=-966/952 BOT CHORD 2-5= 785/883, 4-5= 785/883 WEBS . 3-5=84/315 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-7-1 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCEI7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psk BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C.0 for members and forces S, MWFRS for reactions shown; Lumtier DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 pet bottom chord live load nonconcunent with any other live loads. 4) - This truss Has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to,beadng plate capable of withstanding 292 lb uplift at joint 4 and 377 lb uplift at joint 2. Waiter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 8834 6904 Parke East Blvd. Tampa FL 33810 Date: March 22,2018 Job Truss Oty• Ply THE ROYALE • T13569636 D111324 BH7 �TrussType BOSTON HIP 1 1 Jab Reference o [tonal Chambers Truss, Inc., Fort Pierce, FL o.roe a Mar i12010,,,.. ,,w,v,=i . . ago, I D:_k6GCA6bx7j2Syl HDXFw7ye3KX-217Jsn3aY5homrR5HO07T2rL7iNJgG6dhsUEMzYOka 21d ]W 96-0 ] 21-00 23-SO 256-0 � 2z6-0 -9-0 ]4 0 1z-0Q�11-0-036-0-0 Scale=1:62.6 4.00 12 5x6 = 12 14 16 35 -' 33 32 -- 3u 3z5 4x6 = 3x8 = 3x4 = Axe = 3x6 = = I 7-0-0 140.0 21-0.0 28.0.0 35.0.0 7-o-o 7-o-o 7-a 7-DD vD-D Plate Offsets (X Y)-- 12:0-1-2 Edge] 128:0-0-2 Edge] LOADING (psQ, SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.51 32-33 >826 360 MT20 244/190 TCDL 7.0, Lumber DOL 1.25 BC 0.56 Vert(CT) -0.6732-33 >628 240 BCLL 0.01. Rep Stress lncr YES WB 0.48 Horz(CT) 0.14 28 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 2081b Fr=0 LUMBER- i TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-6 cc puffins. BOT CHORD Rigid ceiling directly applied or 4-6-1 oc bracing. JOINTS 1 Bruce at JUs): 11, 18, 15, 7,23 REACTIONS. (lb/size) 2=1349/0-e-0, 28=1349/0-e-0 Max Horz 2=-223(LC 8) Max Uplift 2=825(LC 10), 28=-825(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3392/2640, 3-0=-1213/956, 4-8=-1157/946, 8-9_ 1145/979, 9-12=-1122/1028, 12-14=-1125/1090,14-16=-1124/1089,16-19=-1121/1028,19-22=-1145/979, 22-26=-1157/946,26-27=-1214/956,27-28=-3393/2641,3-5=-2373/2046,5-7= 2376/2050, 7-10=-2376/2050, 10-11=-2376/2050,11-13=-2376/2050,13-15=-2376/2050, 15-17=-2376/2050, 17-18=-2376/2050,18-20=-2368/2046, 20-23=-2368/2046, 23-25— 2368/2046, 25-27= 2364/2041 BOT CHORD 2-35=-2358/3190, 33-35— 2360/3166, 32-33— 2652/3448, 30-32=-2361/3167, 28-30=-2358/3191 WEBS 3-35=0/284, 2730=0/285, 3-33=-317/378, 18-33=-466/474, 27-32=-312/353, 14-15=-405/437 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12N; B=45N; L=50N; eave=6N; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 3-9-10. Interior(1) 3-9-10 to 10-8-9, Exterior(2) 10-8-9 to 17-6-0, Interior(1) 24-3-7 to 31-2-6 zone;C-C for members and farces S, MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates arel2x3 MT20 unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8251b uplift at joint 2 and 825 lb uplift at joint 28. 8) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. Walter P. Finn PE No.22139 III USA, Inc. FL Cori 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 Q WARNINO-Vedy deslgnparamefers end BEAD NOTES ON MIS AND INCLUDED MDEKREFERANCEPAGEMIP74M me 1"MISBEFOBE USE Design valid fpr use only with Mnelmr connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system, Before use, the building assigner must verify the oppllcablltiy of design parameters antl properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stablllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVmll Qually Cmrrda, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Informbtbrrnallable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Jab Truss Truss Type City , Ply THE ROYALE • T13569637 m11324 GRA SPECIAL 1 1 1 Joh Reference (optional ,__r�...._.�_„_.. �.•,. �,.,=o_...., chambers I russ, Inc., ran rlerce, rL 2.3] F12 4x4 = 4x10 19 4 20 4x4 = 21 5 22 64x10 = 1 2.3 11 3x4 = 3x4 = 2.3 11 3x4 = 3x4 = Scale =1:26.6 LOADING (psf)� TCLL 201 TCDL 7.0 BCLL 0.0 ' BCDL 10.61 SPACING- 2-0-0 Plate Gdp DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.18 BC 0:32 WB 0.06 Matrix -MS DEFL. in Ven(LL) 0.08 Vert(CT) -0.10 Horz(CT) 0.03 (loc) I/clef! L/d 11 >999 360 10 >999 240 7 We n/a PLATES GRIP MT20 244/190 Weight: 58 lb FT=0 LUMBER- I BRACING - TOP CHORD 6.4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-4-7 oc purlins. BOT CHORD �x4.SP M 30 BOT CHORD Rigid ceiling directly applied or 7-0-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=770/0-8-0, 7=770/0-8-0 Max Hom 2=65(LC 6) Max Uplift 2=-523(LC 8), 7=-523(LC 8) Max Grav 2=787(LC 17), 7=787(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1798/1192,3-4=-1761/1197,4-5= 1724/1169,5-6=-1761/1190,6-7=-1798/1137 BOT CHORD 2-12=-1083/1685, 11-12=-1082/1692, 10-11=-1112/1724, 9 10=-1024/1692, 7-9— 1028/1685 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCEI7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL--3.Opsf; h=12ft; B=45ft; Lai eave=6ft; Cat. 11: Exp C; En?I., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss lias been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 523 lb uplift at joint 2 and 523 It, uplift at joint 7. 7) Hanger(s) orlether connection devices) shall be provided sufficient to support concentrated load(s) 63lb down and 1141b up at 4-1-8, 85 lb down and 124 Ib up at 5-0-0, 113 Ib down and 146 lb up at 5-7-3, 601b down and 129 It, up at 5-11-0, 60 Ib down and 129 lb up at 17-11-0, 113 lb down and 146 Ile up at 8-2-13, and 85 lb down and 1241b up at 8-10-0, and 63 lb down and 139 Ib up at 9-8-8 on top chord, and 6 re down and 71b up at 4-1-8, 181b down and 16 lb up at 5-0-0, 331la down at 5-7-3, 39 lb down at 5-11-0 39 Ile down at 7-11-0, 33lb down at 8-2-13, and 18lb down and 15 lb up at 8-10-0, and 6 lb down and 71b up at 9-8-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (9). I LOAD CASE(S) Standard 1) Dead +Foci (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (fill) Vert; 1-3=-54, 3-4=-54, 4-5=-54, 5-6=-64, 6-8=-54, 13-16= 20 Concentrated Loads (Ib) Ven�3=7(B)4=-64(B) 5= 64(B) 6=7(B) 12=-6(B) 11=-35(B) 10=-35(B) 9=-6(B) 19=-28(B) 20=-60(B) 21=-60(B) 22=-28(B) 23=218(B) 24=-18(B) It2 Welter P. Finn PE Nc.22839 MiTek USA, Inc. FL Cen 6634 6904 Parke East Blvd. Tampa FL 3361D Date: March 22,2018 O WARNING r Vedly Eeclgn parameters and HEAD NOTES ON THISAND/NCLUDEDMWEKNEFEHANCEPAGEMIF74mmi, 1011'3410156EFOHEUSE Design valid for use only with Mil connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, he building designer must verify the appllcablllN of design parameters and propeay Incorporate this design Into the overall balding design. Bracing Indicated is to prevent buckling of lncMduol truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of musses and truss systems, seeANSVIPII pualBByy Criteria,DSB-09 and BCSI Bull Component Safety Infonnationovallable mom Truss Plate Institute, 218 N. We Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 3361 D Job Truss Truss Type Cry , Ply THE ROVALE • T13569638 M11324 GRB SPECIAL 1 1 Jab Reference o tional Chambers Truss, Inc., Fort Force. FL e.rdus maraca io rvuren muusnrcs,um. umrvidrecw. I Scale = 1:62.4 SO 11 4x4 — 4.00 72 4xB = 3x4 = 3xG = 2x3 II 4x4 9 3 25 26 4 27 28 29 5 630 31 32 733 34 35 8 2 m 10 11 n d 6 d 18 36 37 17 38 16 39 42 14 4313 12 2x3 II 5x15=4041 3xd =3x6 3x4 = 3,4 = 3x4 = 3x6 = = 3x4 = 5.0.0 10.3-0 15.6.0 21-6-0 28-1-0 35-0-0 c.n-n I can I can I s.an azn se 1.n � Plate Offsets (Y D— [3:0-5-4 0-2-01 LOADING (pall SPACING- 2-0-0 CSI. DEFL in (too) I/clef! Ud PLATES GRIP TCLL 20.01 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.11 17-18 >999 360 MT20 244/190 TCDL 7.01. Lumber DOL 1.25 BC 0.38 Vert(CT) -0.14 17-18 >999 240 BOLL 0.0 Rep Stress [nor NO WB 0.53 Horz(CT) 0.03 10 rda n/a ' BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 1461b FT=O% LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-4-6 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP N0.3 WEBS 1Row at midpt 4-15 REACTIONS. All bearings 0-8-0. (lb) - Max HDrz 2=96(LC 7) Max Uplift All uplift 100 Ile or less at joint(s) except 2=-536(LC 8), 15=-846(LC 8), 14=-555(LC 8), 10=-314(LC 8) Max Grav All reactions 2501b or less atjoint(s) except 2=787(LC 17). 15=1322(LC 1). 14=927(LC 1), 10=506(LC 14) FORCES. (Ib) - Max. Comp./Max. Ten. -Aft forces 250 (lb) or less except when shown TOP CHORD 2-3=-1773/1106, 3-4=-1406/944, 4-6=-304/595, 6-7=304/595, 7-8=-304/595, 8-9=-702/344, 9-10=-719/323 BOT CHORD 2-18=-962/1659, 17-18=-958/1675, 15-17=-843/1406, 14-15=-595/429, 12-14=-158/622, 10-12=-196/636 WEBS 3-18=0/331, 3-17=-297/158, 4-17=0/362, 4-15=-2076/1313, 6-16= 505/480, 7-14=-431/408,8-14=-1063/625,8-12=-115/265 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 536 Ib uplift at joint 2, 846 He uplift at joint 15, 555 ib uplift at joint 14 and 314 Ile uplift at joint 10. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2571b down and 341 Ib up at 5-0-0. 100 Ib down and 129 Be up at 7-0-12. 100 Ib down and 129 Ib up at 9-0-12, 100 Ito down and 129 Ib up at 11-0-12, 100 Ib down and 129 to up at 13-0-12, 100 Ito down and 129 Ib up at 15-0-12, 100 He down and 129 Ib up at 17-0-12, and 100 Ito down and 129 lb up at 19-0-12, and 100 lb down and 129 lb up at 21-1-4 on top chord, and 83 Ito down at 5-0-0, 39 Redown at 7-0-12, 39 lb down at 9-0-12, 39 Ib down at 11-0-12, 39 lb down at 13-0-12, 39111 down at 15-0-12, 39 He down at 17-0-12, and 39 lb down at 19-0-12, and 39 Ile down at 21-1-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Wafter P. Finn PE No.22639 MRek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 222018 ,Q WARNING-Vedry deslgnpammefers end READ NOTES ON THISAND INCLUDED MREKNEFERANCEPAGEMIN4TJ rev. iN0.iQ0159EFONEUSE. Design void for use only with Mnelst, connectors This design Is based only upon parameters shown, and Is for an Indlvlducl building component, not a truss system, Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only,. Additional temporary and permanent bracing Is always regUlred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeAN$VIPII QualHByy Criteria, OS549 and SCSI Building Component rm Safety Mfoallonevallable from Truss Plate Institute, 218 N. Lee Street, Sulte 312, Alexandra, VA 22314. MiTek' 69 W Parke East Blvd. Tampa, FL 33610 IGRB (SPECIAL 1 1 T13569638 ID_kFlGCA6bK7j2Sy1 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-8— 54, 8-9=-54, 9-11=-54, 19-22=-20 Concentrate Loads (lb) Vert:13= 160(F) 18= 45(F)25— 60(F)26=-60(F) 27=-60(F) 29=-60(F) 30=-60(F) 31=-60(F)32=-60(F)33=-60(F) 36=-13(F) 37=-13(F)3B= 13(F) 39=-13(F) 40=-13(F) 41= 13(F)42=-13(F)43— 13(F) A ARNING)Ver/fy de gn par meters end READ NOTED ON iHIa AND fNCLUDED MfFEKREFERANCE pAGEMIF10J ev. iV9Y10f5 DEFOREUSE. Design volltl ror use only with Mmel0 Connectors. fill tlesign IS basetl only upon porpmeters shown, dntl IS for an Intllvldual builtling component, not a huss system. Before use, the building designer must verdy the appllcablllN of daslgn parameters and properly Incorporate this design Intl }he overall bulltlingd.slgn.Bracing indicatedl. to prevent buckling of lndNIdual huss web and for chordmembersonly.AtltllHonaltemporaryand permanent bracng MiTek' Is always required for stability dntl fa prevent collapse wills possible personallnlury and propedy damage. Fargeneral guId.nce regarding the fpbticatlon, storage, d.".ry. erection and bracing of busses and huss systems, seeANSIgP11 Cua1Hv CMr mo. DSM9 and SCSI Binding Componr.t SafpM Nformalbrgvpllable from buss Plate Institute, 218 N. Lee sheet, Suite 312, Aiexandrla, VA 22 14. 6906 Parke Eest RNd. Temp., FL 33610 Job Truss Truss Type Cry , Ply THE ROYALE • T13569639 Jn11324 GRC HIP 1 1 I - Job Reference opt !on at Chambers Truss, Inc., -On r•lerce, t-L Scale = 1:60.3 5x8 MT18HS = SzB MT78HS = 2.3 II 3x8 = 3x6 = 2x3 3 23 24 25 426 27 285 6 729 30 31 32 B 2.3 I „ ,o J» 'V u' WO = V✓ 2x3 I 3z5 = 3x6 = 6x10 = 3x6 = 3.5 = LOADING (psq SPACING- 2-0-0 Cat. DEFL. in (too) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(L) 0.22. 11-22 >999 360 TCDL 7.6 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.31 13-14 >830 240 BCLL 0.0 Rep Stress [nor NO W B 0.79 Horz(CT) 0.05 9 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3*Except' WEBS 4-14,7-13: 2x6 SP No.2 REACTIONS. (Ib/size) 2=412/0-8-0, 14=3582/0-8-0, 9=1192/0-8-0 Max Horz 2=-109(LC 6) Max Uplift 2= 299(LC 8), 14=-2133(LC 8), 9=-764(LC 8) !Max Grav 2=423(LC 17), 14=3582(LC 1). 9=1194(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-377/225, 3-4=-1093/1954, 4-5=-1093/1954, 5-7=-1943/1220,7-8=-1943/1220, 8-9=-2776/1671 BOT CHORD 2-16=-154/317, 14-16=-160/350, 11-13=-1475/2624, 9-11=-1464/2591 WEBS 3-16=-200/679,3-14=-2514/1528,4-14=-641/586, 5-14=-2674/1707, 5-13= 1124/2080, 7-13=-592/548, 8-13= 760/483, 8-11=-201/684 PLATES GRIP MT20 244/190 MT78HS 244/190 Weight:. 157 lb FT=O% Structural wood sheathing directly applied or 3-5-6 oc pudins. Rigid ceiling directly applied or 5-9-3 Do bracing. 1 Row at midpt 3-14, 5-14 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCEI7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12rt; B=45ft; L=508; eave=6tt; Cat. II; Exp C; Encl., GCpi-O.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss lias been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of imss to bearing plate capable of withstanding 299111 uplift at joint 2, 2133 lb uplift at joint 14 and'f64 III uplift at joint 9. 8) Hanger(s) orlother connection device(s) shall be provided sufficient to support concentrated load(s) 182 Ib down and 312111 up at 8-0-0, 1071b clown and 173 lb up at 10-0-12, 107 lb down and 173 lb up at 12-0-12, 107 lb down and 173 111 up at 14-0-12, 107 lb down and 173lb up at 16-0-12, 107 lb down and 173 lb up at 16-11-4, 107 lb down and 173 lb up at 18-114, 107 lb down and 173 lb up at 20-11-4, 107111 down and 173 lb up at 22-11-4, and 107 lb down and 173 lb up at 24-11-4, and 182 Ib down and 312 lb up at 27-0-0 onitop chord, and 411 lb down and 242 lb up at 8-0-0, 79 Ito down and 1 lb up at 10-0-12, 79 Ib down and 1 lb up at 12-0-12, 79 Ib down and 1 lb up at 14-0-12, 79 lb down and -1 lb up at 16-0-12, 79 lb down and 1 lb up at 16-11-4, 79 lb down and 1 lb up at 18-11-4, 79 lb down and 1 Ito up at 20-11-4, 79 lb down and 1 to up at 22-11-4, and 79 Ito down and 1 lb up at 24-11-4, and 411 lb down and 242 lb up at 26-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibiltry of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(SI Standard Walter P. Finn PE No22839 MiTek USA Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 QWARNINGI Verify design parametersend READ NOTES ON THIS AND INCLUDED MD'EKREFERANCE PAGE MII-7473ne. 141132DIS BEFORE USE. Design valid for use only with MRek® connectors. This design Is booed only upon parameters shown, and Is for an Ind'rviduol bullding component, not ��' a truso syden(.Before use, the bull ding designer must vetlfy'h appl'cob1111Y of design Parameters antl properly Incorporate thisdesignInto Me overall bulld'mgdesign Braclna"lcotedlstopreventbucklingoflndNldualirussweband/or chord membersonly. Adoflonaltamporaryantlparmanenibrodnit MiTek' Is alwayo requlretl for stablllN and to prevent collapse with possible personal ln)ury and tlaMBymyaga, For general gultlance regarding the and t.. a.aANSpropeM DSBA9 antl BG51 BuBdND Gmponont ParkeEm Blvd. Tampa, Satoh Inlomiotbrxrvolloble from Truss Plate Inostltuand fe. 218 N. Lee 3lreet, Sulfa 372. Al o r. VVA 22314Mn1o, L904 33610 Job I Truss Truss Type Oty Ply THE ROYALS • T73569639 Tn11324 GRC HIP 1 1 Job Reference Option at unamoers r Lsalnlo.. run rie,ve, LOAD CASE(S)! Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Inerease=1.25 Uniform Loads (pit) ID:_kfiGCA6bx7j25yl HDXFw7ye3KX-x3Mgi864cKBDFTksWs53du71 EJjDFZUYJgiN7zYOkW 3-8=-54, 8-10=-54, 17-20=-20 0) I) 6=-107(B) 8=-126(B) 15=-50(B) 16=-411(B) 11=-411(B) 12=-50(B) 23=-107(B) 25=-107(B) 26=-107(B) 27=-107(B) 28=-107(B) 29=-107(B) .=-107(B) 33=-50(B) 34=-50(B) 35=-50(B) 36=-50(B) 37=-50(B)38=-50(B) 39— 50(B) QWAHNING IVerAydes19nparametereaed NEADNOTES ON TNISAND INCLUDED MREKNEFENANCEPAGEM1P7473mv. 101=015BEFONE USE. Design vapor for use only with Metals mters connectors. This design Is based only upon paraeshown, and Is for an Individual building component, not ��' a truss system; Before use, the building designer must verify the appllcablllty, of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing �p �• IYI)le! Is always reaUlredfor stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fobricotlon, storage, calvary, erection and bracing of trusses and truss systems, seeMSVTPII DualBryyy Criteria. DSB-89 antl BC51 BuldYrp Component III Nfomiationcvolloble from Truss Plate Institute, 218 N. Lee Sheet, Sure 312, Alexandria VA 22374. 6904 Palle East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty, Ply ROVALE T13569640 m11324 J1 MONO TRUSS 2 1 [H2 ob Reference o tional UnemDers I Russ, Inc., ran rase, rL 3x4 = LOADING (pst) SPACING- 2-0-0 Cat. DEFL. in (Joe) VdeB Ud TCLL 20.0' Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 5 >999 360 TCDL 7,0. Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 5 >999 240 BCLL 0.0' ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0; Code FBC2017rrP]2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP N0.3 REACTIONS. (lb/size) 3=9/Mechanical, 2=118/0-8-0, 4=0/Mechanical Max Horz 2=48(LC 10) Max Uplift 3=-4(LC 7), 2=-140(LC 10) Max Grav 3-1l(LC 15), 2=11B(LC 1), 4=17(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. PLATES GRIP MT20 244/190 Weight: 5lb FT=0 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpI=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumtier DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4lb uplift at joint 3 and 140 lb uplift at joint 2. Scale =1:6.1 Waller P. Finn PE No12839 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 Q WARNING -Verify design parameters antl READ NOTES ON TN/SAND INCLUDED MWEKREFERANCEPAGEM61423rev. 10,192f01SSEFORE USE. Design valid fpr use only with MBekD connectors. This tleslgn is based only upon parameters shown, and is for an lnolvIdual bulltling component, not a truss system Before use, the building designer must verily Ms appllcablaty, of design parameters and properly Incorporate this design Into the overall building dellggn. Bracing Indicated is to prevent buckling of lntllvltluaI truss web and/or chord members only, Ad monal temporary and permanent bracing Is always regJired for stability and to prevent collapse wllh possible personal injury and property damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erectlon and bracing of trusses and truss systems, seeANSU1P11 Cuollly Creeds, DSB49 and BCSI Building Component SpfNy Infortfulbrlovallable from Truss Plate Institute. 218 N. We Street, Suite 312. A Isxondrla. VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type cry , Ply THE ROYALE I T73569641 1n11324 J2 MONO TRUSS 4 1 Job Reference (optional 09'1 382018 P 1 Chambers Truss, Inc., . Fart Pierce, FL S.130 s Mar 11 2018 Mi Iek Industries, Inc. Thu Mar 22 0. age ID:JcfiGCA6bx7j2Sy1 HDXFw7ye3KX-PGwCwU6jNdJ4scJ34ZcIA5YLMjCrOCZmrZFVazYGkV -1-0-0 2-0-0 1.0.0 2.0-0 3x4 = Scale =1:7.8 LOADING (pi I SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.Oi Plate Grip DOL 1.25 TC 0.18 Ve 1(LL) -0.00 7 5999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 VeraCT) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Mar YES INS 0.00 Horz(CT) -0.00 3 FIB n/a BCDL 10.0, Code FBC2017/TPI2014 Matrix -MP Weight: 8lb FT=0 LUMBER- BRACING - TOP CHORD 2.4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. I(Ib/size) 3=37/Mechanical, 2=141/0-8-0, 4=23IMechanical Max Hom 2=67(LC 10) 1Max Uplift 3=-28(LC 10), 2=-136(LC 10), 4=-3(LC 7) Max Grew 3=42(LC 15), 2=141(LC 1), 4=31(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCEI7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2ps1; BCDL=3.Opsf; h=12ft; B=45f; L=5011; eave=6f; Cat. It; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss IIas been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28111, uplift at joint 3, 1361b uplift at joint 2 and 3 to uplift at Joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6934 9904 Parke East Blvd. Tampa FL 33810 Date: March 22,2018 Q WARNING! Verify desrgisperdmetersead READ NOTES ON MIS AND INCLUDED MREKREFERANCE PAGE U&7473.V. 104132015 BEFORE USE. Design valid for use only with MRekati connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a hum system; Before use, Me building designer must verify the applicability of design parameters and properly Incorporate this tleslgn Into the overall building design, Bracing Indicated is to prevent buckling of Individual hum web and/or chord members only. Additional temporary and permanent bracing MiTek- IsalwaysrequiredforstabaNandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabncatIon.storage, delivery, erection and bracing oftrumes and huss systems. seeANSVIPII Guallh Criteria, DSi and BCSI Building Component 6904 Parke East Blvd. Safety fetomiatloncroailable from Truss Plate Insiiiute. 218 N. Lee Sheet, Suite 312. Alexandria, VA 22 14. Tampa, FL 33610 Jab Truss Truss Type Oty , Ply�THE ROYALE T13569fi42 m11324 1 J3 MONO TRUSS 2 Job Reference (optional) r.namoers truss: inF, rvn I - i ~ LOADING (pE TCLL 20. TCDL 7 BCLL 0 BCDL 10. LUMBER - TOP CHORD BOTCHORD REACTIONS. FORCES. (It NOTES- 1) Wind: ASC 11; Exp C; E shown; Lun 2) This truss} 3) • This truss will fit betwr 4) Refer to gin 5) Provide me 2 and 41bL U 3x4 = SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017rrP12014 I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX.PGwCwU61NdJ4sW34ZcIA5YLMjBHOCzmzZFvnYOkV CSI. DEFL. in (roc) Udefl Ltd TIC 0.18 Vert(LL) 0.01 4-7 >999 360 BC 0.17 Ven(CT) -0.01 4-7 >999 240 WE 0.00 Hom(CT) -0.00 3 Na Na Matrix -MP BRACING- (4 SP No.3 TOP CHORD (4 SP No.3 BOT CHORD b/size) 3=64/Mechanical, 2=173/0-8-0, 4=37/Mechanical lax Horz 2=85(LC 10) lax Uplift 3=-54(1-C 10), 2= 147(LC 10), 4=-4(LC 10) lax Gray 3=70(LC 15), 2=173(LC 1), 4=50(LC 3) Max. Comp./Max. Ten. - All forces 260 (Ib) or less except when shown Scale = 1:9.4 PLATES GRIP MT20 244/190 Weight: 1111b FT=O% Structural wood sheathing directly applied or 3-0-0 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. -10; Vu8=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=501t; eave=6ft; Cat. GCpi=0.18: MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions r DOL=1.60 plate grip DOL=1.60 been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. a been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide the bottom chord and any other members. (s) for truss to truss connections. mical connection (by others) of truss to bearing plate capable of withstanding 541b uplift at joint 3, 147 lb uplift at joint t at joint 4. I 1 Walter P. Finn PE No.21879 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 99 2018 Q WARNING' VerRy Ceslgnparamefers pad READ NOTES ON MISAND INCLUDED MI/EKflEFENANCEPAGE MIP74M rev. 10Po314115eEFOREUSE Oeslgnvoid f r use only with MBek®connm contractors. This design Is based' only upon parameters shown, and Is for an Individual building component, not a truss system, Before use, Me building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lndNldual truss web and/or chord members only.. Additional temporary and permanent bracing MiTek' Is always recurred for stabllity and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPI7 Qua] Hv Cdbda, DSB�P and BCSI Building Component Safety Infomluflanovallable from Truss Plate Institute, 218 N, Lee Sheet. Suite 312. Alexontlrlo. VA 22 14, 6904 Perks East Blvd. Tampa, FL 33610 Job Jobfnl Truss Truss Type City , Ply THE ROYALS i T13569643 J4 MONO TRUSS 4 1 Jab Reference (optional) Chambers Truss, Inc., Fort Fierce, FL LOADING lips TCLL 20. TCDL 7, BCLL 0, BCDL 10. LUMBER - TOP CHORD BOTCHORD REACTIONS 1 ID._kfiGCA6bx7j2SylHDXFw7ye3KX-tSUa7g7L7xRxUmuFeH7XjJ5So6UM7eD??dJpROzYOkU 3x4 = 4 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. DEFL. in (too) Well Ud TC 0.39 Vert(LL) 0.02 4-7 >999 360 BC 0.37 Vert(CT) -0.02 4-7 >999 240 WB 0.00 Horz(CT) -0.00 3 n/a n1a Matdx-MP BRACING- (4 SP No.3 TOP CHORD (4 SP No.3 BOT CHORD b/size) 3=89/Mechanical, 2=206/0-8-0, 4=50/Mechanical lax Horz 2=104(LC 10) lax Uplift 3=-79(LC 10), 2=-161(LC 10), 4— 8(LC 10) lax Grav 3=97(LC 15), 2=206(LC 1), 4=67(LC 3) FORCES. (lb)l- Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown PLATES GRIP MT202441190 Weight: 14 lb FT=O% Structural wood sheathing directly applied or 4-0-0 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE17-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psC BCDL=3.Opsf; h=12ft; B=45tt; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumtier DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss Has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 79 lb uplift at joint 3, 161 lb uplift at joint 2 and 8lb uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 22,2018 O WARNING VeH/y tleaignpmematerearfREAO NOTES ON TNISANGINCLUOEOM?EKREFERANCE PAGE MLLT4T3 rev. iD�Oa¢B15 BEFORE USE Design volitl jor use only wih Maelt®connecfoG. `tits design Is based only upon parameters shown, antl Is for do Intlivldu-1 bullding component, not Nil" a truss syste�l Before use, Me buildingg tleslgner must verify the pppllcpblllN of tleslgn paameters and properly Incorporate Mls design Info the overall builtling design. Bracing indicafetl into prevent buckling of individual truss web antl/or chord members only. AdtllllonOl temporaryand permanent bracing MiTek' Is always requked foratpbllity and fo prevent collapse wlh possible personal lnlury antl property damage. For general guidance regarding he tobriconon, storage, tlelNery, erection and brpcing of husses and nuss systems. seeANSI/IP11 0".11 CMMe, DSB49 and BC91 BoltlhB Component Spbh Inlomfptbpay.J bl. from Truss Plate Institute, 218 N. Lee Sheet Sun. 312, Alexandria, VA 22 14. 6904 Parka East Blvd. Tampa, FL 33a10 Job Truss Truss Type cry • Ply THE ROYALE I T73569644 to 324 J5 MONO TRUSS 11 1 I Job Reference (optional) Chambers I russ, Inc., von varce, FL I -K-n-n LOADING (pE TCLL 20 TCDL 7 BCLL 0 BCDL 10 LUMBER- TOPCHORD BOTCHORD REACTIONS a 3x4 = Scale =1:12.7 SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP Plate Grip DOL 1.25 TC 0.70 Vart () 0.06 4-7 >939 360 MT20 2441190 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.06 4-7 >964 240 • Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a r✓a Code FBC2017/TP12014 Matrix -MP Weight: 17 lb FT=O% BRACING- K4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. K4SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. b/size) 3=115/Mechanical, 2=243/0-8-0, 4=63/Mechanical lax Ho¢ 2=123(LC 10) lax Uplift 3=-104(LC 10), 2=-177(LC 10), 4=-9(LC 10) lax Grav 3=125(LC 15), 2=243(LC 1), 4=87(LC 3) FORCES. (II Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Enp1., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss f as been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104111 uplift at joint 3, 177111 uplift at joint 2 and 9.lb uplift at joint 4. Witter P. Finn PE No.22839 MTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 Q WARNING j Ver/fy deslan parameters and READ NOTES ON THISAND/NCLUDED MMEKNEFEHANCEPAGEM/FT473nex 1nN.Y1015BEFOBE USE. Design valld for use only with MBeId) connectors. This design Is based only upon parameters shown, and Is for an Individual building component not � a hum system; Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only, Additional temporary and permanent bracing Mile! Is always required for stablity, and to prevent collapse with possible personal Injury antl property damage, For general guidance regarding the fabrication. storage, delivery, erection and bracing of humes and truss systems, m9MSVWII Cuollly CMrrM, DSB29 and SCSI Building Component III Infomiatlonavolabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandlo, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty , Ply THE ROYALS T13569645 jm11324 J6 MONO TRUSS 4 1 Job Reference o tional Chambers Truss Inc., I YOM1 YIafLe, YL .+.,w o,.,o, ,, �.. �................. . ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-Le2yKABzuFZo6wTRC_emFWdeEWits5T8EH2Mz5zYQkT Seale=1:14.3 3x4 = 4 6-0-0 _ � s-o-o LOADING (psf)I SPACING- 2-0-0 CSI. DEFL. in (loc) Well I PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(ILL) 0.11 4-7 >664 360 MT20 2441190 TCDL 7.01 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.11 4-7 >652 240 BCLL 0.0 Rep Stress Inert YES WB 0.00 Hoa(CT) -0.00 3 Na n/a BCDL 10.0i Code FBC2017/TP12014 Matrix -MP Weight: 201b FT=0 LUMBER- i BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. I REACTIONS. (III/size) 3=142/Mechanical, 2=275/0-8-0, 4=70/Mechanical Max Holz 2=140(LC 10) Max Uplift 3= 129(LC 10), 2=-192(LC 10), 4=-8(LC 10) Max Gray 3=155(LC 15), 2=276(LC 15), 4=100(LC 3) I FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE17-10: Vu11=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50M; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Luni DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 3) " This truss Has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129 lb uplift at joint 3, 192111 uplift at joint 2 and 8111 uplift at joint 4. ' Waller P. Finn PE No12879 MiTek USA, Inc. FL Cart 6634 69G4 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 OWARNING! Ve1Ilyaesr9np11emeMI..BREAD NOTES ON MIS AND INCLUDED M?EKREFERANCE PAGE MI47415rev. fehJal1015BEFORE USE Design valld for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��' a truss system, Before use. the bulltling designer must verify the appllcablllN of design parameters and properly Incorporate this design Into the overall building design. Bracing indlcated is to prevent buckling of lndlvlduol truss web and/or chord members only,. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding ITS fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANStliPll QUalMByy Cdtedu, DSB419 and SCSI Buldmp Component Safety Infoamafbmavailabie from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 3361 1 Job Truss Thus Type Oty , Ply THE ROYALE T13569646 m11324 J6 MONO TRUSS 11 1 I Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x4 a.T au s mar I r zu ro Ml , ex mu.u,. , in, .=B= . ID:kFvnsnOwY4l9Zh0__nM3lc6ylJ9g.prcKYW 9bfYhl42dli9?okAlnv7HbYilTxovW UYOkS 7-o-0 7-o-0 Scale=1:17.7 Plate Offsets (X,Y)— 12:01 LOADING (psf), SPACING- 2-0-0 C51. DEFL in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.61 Ved(LL) -0.14 4-7 >676 360 MT20 2441190 TCDL 7.D Lumber DOL 1.25 BC 0.47 Vert(CT) -0.30 4-7 >310 240 BCLL 0.01 Rep Stress lncr YES WE 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MP Wind(L-) 0.26 4-7 >368 240 Weight: 26 lb FT=20% LUMBER - TOP CHORD x4 SP M 30 BOT CHORD fx4 SP M 30 REACTIONS. ;(Ib/size) 3=188/Mechanieal, 2=348/0-8-0, 4=99/Mechanical Max Hom 2=178(LC 12) Max Uplift 3=-174(LC 12), 2=-226(LC 12), 4=-13(LC 12) Max Grav 3=195(LC 17), 2=348(LC 1), 4=141(LC 3) FORCES. (Ib) - Max. ComplMax. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE17-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12f ; B=59ft; L=361t; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Intenor(1) 2-7-3 to 7-10-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss hah been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 to uplift at joint 3, 2261b uplift at joint 2 and 131b uplift at joint 4. Waiter P. Finn PE No22839 MTek USA, Inc. FL Ced 6634 6904 Parke Fast Blvd. Tampa FL 33610 Date: March 22,2018 ,&WARNING,V.,aydeslgn Paremerus.d READNOTES ON MIS AND INCLUDED MREKREFERANCEPAGEM1F7413rev. foGJAVISBEFORE USE. Design valid for use only with M9ekO connectors. This design Is based only upon parameters shown, and Is for on Individual building component not a truss system! Before use, the bulltling designer must vanity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSURIt Quo lS2tya. Cmoda, DSB-09 and BCSI Building Component Safory, Informationovallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 6904 Parke East Blvd. Tempe, FL 33610 Job Truss Truss Type Oty , Ply=Reference • T13569647 �JA MONO TRUSS 2 ,rr11t324 I Job Gnamaers i russ/ Inc., run rlurcu, rL • i f— 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-prcKYW9bfyhrl42dli97akAscwDBbYIITxovW uzYOkS Scale = 1:8.3 4 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 TCDL 7.0 Lumber DOL 1.25 BC 0.09 BCLL 0.0 ' Rep Stress their YES W B 0.00 BCDL 10.0 Code FBC2017/rP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 DEFL. in (too) I/dell Ud PLATES GRIP Vert(LL) -0.00 7 >999 360 MT20 2441190 VerI -0.00 7 >999 240 Horz(CT) -0.00 3 n/a n/a Weight: 9lto FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 24-3 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=45/Mechanical, 2=150/0-8-0, 4=28/Mechanical Max Horz 2=73(LC 10) Max Uplift 3=-37(LC 10), 2=-139(LC 10), 4=-4(LC 7) Max Gray 3=50(LC 15), 2=150(LC 1), 4=37(LC 3) FORCES. ita)I- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. I NOTES- 1) Wind: ASCEI7-10: Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.Opsf; h=12tt; B=45R; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumtier DOL=1.60 plate gap DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss fins been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 37 Ile uplift at joint 3, 139 lb uplift at joint 2 and 4 fle upliN at joint 4. Walter P. Finn PE No.22839 Mil USA, Inc. FL Cad 6834 6904 Parke East Blvd. Tampa FL 3361B Date; March 22,2018 ®WARNING iI Vedry design perametentand NEAO NOTES ON THISAND INCLUDED MmEKREFERANCEPAGEMIFT4T3 rev. 1W0:12015BEFORE USE Design valid for use only with MgekO connectors. This design Is based any upon parameters shown, and Is for an Individual building component not �� a fruss system. Before use, the building designer must verify the appllcabalty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent bull of Individual truss web and/or chard members only. Additional temporary and permanent bracing MiTek' Is clways required for stability and to prevent collapse with possible personal Injury and property damage, For general guidonce regartling the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSVrpN QualBv CM�do, DSB49 and BCSI Building Component Sal Intoavalblrovalloble from Truss Plate Institute. 218 N. tee Street SUlte 312. Alexandria. VA 22 14. 6904 Parke East Blvd, Tampa, FL 33610 Job Truss Truss Type Oty , Ply THE ROYALE • T13569648 JB MONO TRUSS 2 1 fm11324 Job Reference (optional) Chambers Truss' Inc., Fort Pierce, FL 3x4 = 6.130 a me, i i mio rva ea, mvumueo,,m,. '. Scale =1:12.5 1 5-5-11 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Ven(LL) 0.10 4-7 >645 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Ven(CT) -0.07 4-7 >898 240 BCLL 0.0 • Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 3 Na n/a BCDL 10.01 Code FBC2017/TP12014 Matrix -MP Weight: 191b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-5-11 cc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-0-0 cc bracing. I REACTIONS. (lb/size) 3=127/Mechanlcal, 2=269/0-8-0, 4=63/Mechanical Max Herz 2=114(LC 10) Max Uplift 3=-109(LC 10). 2=-206(LC 10), 4=-6(LC 10) lMax Grav 3=127(LC 15), 2=269(LC 1), 4=90(LC 3) FORCES. (lb)l- Max. Comp./Max. Ten. -Aft forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Lap C; Encl., GCpi=0.18; MW FRS (directional) and C-C Comer(3) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss bias been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 109 lb uplift at joint 3, 2061b uplift at joint 2 and 6 l b uplift at joint 4. Waller P. Finn PE No.22839 MiTek USA, Inc. FL Can 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 22.2018 0 WAflN1Na I Verity tlesrgn parameters'm flEAO NOTES ON TH/S ANO WCLUOEO"T HEFEHANCE PAGE MII-]4)a rev. 1N 0f5 aEFOflE USE. Design valid rot use only with Ml`" annectors.lhls c."m le based only upan parameters shown,antlisfo'an Individual build component,not o truss system; Before use, the building tleslgn-' must verity the appllcablliN of tleslgn Parameters and properly Incorporate thls tleslgn Intothe overall building design. Bracing lndlcatad"'a prevent buck ling of lndivldual huss ofand/orcho'd members only. AddIlona' temporary and Permanent bracing �t MiTek- Isalwaysrequired to'stablllfy ontl'. Prevent..Ilapse w'rh poss'ble Persona'INury and property at B"y'.ge. Fo' gene'.' gultlance regarding the 'arns 849 pntl BC31 BultlbD Component Salary Nfomialbrpvae.ble fmm truss Plate Institute, 218sN. tee Sh-et Suite 312, Alexlonno VGA 22314.Mevb, D3 8904 Pedce Eest Blvd. Tampa, FL 33610 1 Job Truss Truss Type Oty , Ply THE ROYALS � T13569649 �jc MONO TRUSS 2 1 rm11,324 � Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 a Mar 11 2018 Mit en industries, Inc. f nu va, as ua. U:4U 2u,o , nyo , ID:_kfi GCA6bx7j2Sy1 HDXFw7ye3KX-mD)5zBArBAxNzOBOt7BTt9FC5kwg3SCawFHOanzYOkO 3.4 = Scale = 1:6.2 LOADING (psf) SPACING- 2-0-0 CBS. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Ved(LL) -0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Ved(CT) -0.00 5 >999 240 BCLL OA ' Rep Stress lncr YES WB 0.00 Horz(CT) 0.00 4 n/a da BCDL IDA Code FBC2017/rP12014 Matrix -MP Weight: 5lla FT=0 LUMBER- I BRACING - TOP CHORD �2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-1-4 oc pudins. BOT CHORD i2x4SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ite/sce) 3=11/Mechanical, 2=119/0-8-0, 4=4/Mechanical Max Horz 2=50(LC 10) Max Uplift 3— 6(LC 7), 2=-138(LC 10) Max Grav 3=14(LC 15), 2=119(LC 1), 4=14(LC 10) FORCES. (Ib)1- Max. Comp./Max. Ten. -All forces 250,(Ib) or less except when shown. NOTES- 1) Wind: ASCE17-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6N; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss Fias been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6 Ib uplift at joint 3 and 138 lb uplift at joint 2. Walter P. Finn PE No.12839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Data: March 22,2018 I ,&WARNING!VerllydeeIg.,xinmerersend READ NOTES ON THIS AND INCLUDED MREKREFERANCEPAGEM/F7473rev. 11MV2015BEFOREUSE Design volld for use only with MITeM connectors. This design Is based only upon parameters shown, and Is for an IndlOdual building component, not a truss system. Before use, the bullding designer must verify the opplicablllty of design parameters and properly Incorporate this tleslgn Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing ��- WOW Is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabAcatlon, storage, delivery, erection and bracing of trusses and truss systems, seeAN31/IPII Quality OMM, DSB419 and BC31 Building Compenant SOloly thremiationwolloble from Truss Plate Institute, 218 N. Lee Street, Sulte 312, Alexandria, VA 22314. 6904 Parke East BNtl. Tampa, FL 33610 Jab Truss Truss Type Oty , Ply THE ROYALS T13569650 KJS MONO TRUSS 1 1 .m11324 Job Reference (optional) Chambers Truss, Inc., Pon Pierce, FL GA GG.,.,e,,, 2.', M.; Z, ,, Cie .. ID._kfiGGA6bx7j2Syl HDXFw7ye3KX-mDjSzBATBAxNzOB0t7BTt9F9Wks?3SCawFHOanzYOkO 3-11-0 7.0-2 1-5-0 3-11-0 3-1-2 2.83 r12 Si = Scale =1:15.7 - 7-0-2 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Ven(LL) 0.09 4-7 >923 360 MT20 2441190 TCDL 7.0i Lumber DOL 1.25 BC 0.26 Vert(CT) -0.15 4-7 >563 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 r1a n/a BCDL 19 Code FBC2017/TP12014 Matrix -MP Weight: 23 lb FT=O% LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=194/Mechanical, 2=233/0-11-5, 4=94/Mechanical Max Harz 2=109(LC 8) Max Uplift 3=-174(LC 8), 2=-191(LC 8) iMax Grav 3=198(LC 13), 2=233(LC 1), 4=133(LC 3) FORCES. (Ib)I- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCEI7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12f; B=45h; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate gap DOL=1.60 2) This truss has been designed for a 10.0 fast bottom chord live load nonconcurrent with any other live loads. 3) ' This truss Ijas been designed for a live load of 2(1 on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 lb uplift at joint 3 and 191 Ib uplift at joint 2. 6) In the LOAD iCASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(Si Standard 1) Dead+ RoofiLive (balanced): Lumber Ihcrease=1.25, Plate Increase=1.25 Uniform Loads Of) Vert! 1-2=-54 Trapezoidal Loads (pit) Ver 2=0(F=27, B=27)-to-3=-95(F=-20, B=-20), 5=0(F=10, B=10)-to-4=-35(F=-e, B=-8) Walter P. Finn PE No.22639 MiTak USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 NOTEaON DED GE v.faPo.T/2015BEFORE desionly wpemmekgcotlHEAD Designysforforuseonlywith MReI�connectors. componUSE. Design sign Is base/ only and Is an design Is upnMaEKgEFERANCE shownP Isforan Icorporat building component,not atruss system'.Before use, the building designer cpplionlyuponparametersshown,and must Incorporate Into overall biss etleslgnparametersandproperly Indicated is reventmustlingothepidual weband/or chord rm nBopndlbtl temporary and permanent bracing building design, Bfor only. Additigeneral MiTek' sal tydamamembers event collapse person re the ton with possible personal and damage. For guidance ndt Is alwaybrIcamrequired,storage, s, senjury delivery, ere and b acing of BCSce idling Co delivery, erection and bracing of trusses and truss systems, seeANSVIPiI GualB14. DSBd9 and BLSI Bu1dNp Component Aslar Qual SB-89al and 690a Parke East Blvd. Infor oatio Solely Infomiatbrrevoilobletrom Tmss Plate Institute, 218 N, Lee Sheet Suite 312, Nexontlrlc. VA 22 14. Safety Tampa, FL 33610 Job Truss Truss Type City , Ply THE ROYALE T13569651 m11324 I KJB MONO TRUSS 2 1 Job Reference (optional) chambers 1russ1 Inc., von Ylerce, rL o....,.,o,............I . ........... ____.. _... __._ __ ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-EOHTAXBTyT3EaXmCRgjiOMoMG7D POq_k9vOa6DzYOV 7-2-7 11-3-0 1-5.0 7-2-7 4-0-9 I Sealem ie 2.83 F12 3x4 12 3 ' I 71 10 2 13 14 6 15 2x3 II 3x4 = 3x4 = 5 7.2.7 11-0-12 11-3 7.2-7 3.10.5 21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) 0.08 6-9 >999 360 MT20 244/190 TCDL 7.01 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.10 6-9 >999 240 BCLL 0.0 ' Rep Stress Incr NO W B 0.35 Horz(CT) 0.01 5 n/a n/a BCDL 10.01 Code FBC2017/TP12014 Matrix -MS Weight: 44111 FT=O% LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins. BOT CHORD �x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-10-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (III/size) 4=90/Mechanical, 2=465/0-11-5, 5=409/Mechanical Max Horz 2=178(LC 8) IMax Uplift 4=-91(LC 8), 2=-332(LC 8). 5= 223(LC 8) 1 FORCES. (lb)!- Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1 2-3=-875/541 BOT CHORD 2-6=535/842, 5-6=-535/842 WEBS 3-6=-1/287,3-5=-923/587 NOTES- 1) Wind: ASCE17-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL--3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 3)' This truss las been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mec�anical connection (by others) of truss to bearing plate capable of withstanding 91 Ito uplift at joint 4, 332 In uplift at joint 2 and 223 lb uplift at joint 5. 6) Hanger(s) orlother connection device(s) shall be provided sufficient to support concentrated load(s) 38111 down and 61 Ito up at 2-11-0, 38 Ib down and 61 lb up at 2-11-0, 8 Ito down and 1061b up at 5-8-15, 81b down and 1 GO lb up at 5-8-15, and 42 Ib down and 145 Ib up at 8-6-14, and 42 no down and 145 Ib up at 8-6-14 on top chord, and 31 Ib up at 2-11-0, 31 Ib up at 2-11-0, 11 Ib down and 311Ib up at 5-8-15, 11 lb down and 31111 up at 5-8-15, and 31 no down and 14 to up at 8-6-14, and 31111 down and 14 Ito up at 8-6-141on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD Cl Standard 1) Dead+ RooflUve (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Verti 1-4=-54, 5-7=-20 Concentrated Loads (Ib) Vert? 10=80(F=40, B=40) 11_ 5(F— 3, B=-3) 12=-83(F=-42, B=-42) 13=14(F=7, B=7) 14=-21(l 1. B=-11) 15=-50(F=-25, Walter P. Finn PE No.22839 MiTak USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Data: March 99 gn-lA _._._. ,_ O WARNING i Ill design pampretereand REAONOTES ON THIS AND WCLUOEOMIrEKREFERANCEPAGEMI47473rcv IfilIS BEFORE USE. Design valid for use only wnh MTellconnectors. This tleslgn Is ba red only upon parameters shown. antl Is far an Individual build ng componenp not a truss system; Before use, the bullding designer must verify the appllcoblllN of tleslgn parameters and properly Incorporate lhls tleslgn Into the overall building design. Bracing lndl.m dinto prevent buckling of individual truss web and/or chord members only. Addlt l temporary and permanent bracing �p T I9ljlek Is always regplretlfarsbblliry and to prevent collapse wnh possible personal lnlury and property damage. For general Vol nce regarding the fobriconon. storage, delNery, erection and bracing of frusses and buss rystems, seeMS7 1 puollh Can ras DSM9 and 0 1 Boldhp Compon.nf Spfpty Infonriplbrlavallable hom Truss Plate Institute, 216 N. Lee Sheet Suite 312, Alexandria, VA 22 14. 6904 Parke East Blvd. Tampa, FL 33610 Truss Truss Type city , Ply THE ROYALE ' T73569652 �I.ob, 1324 KJA MONO TRUSS 2 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL t1.Tuu s mar n euul ran ex maumnes, Inc. i nu mar ee ua: wwv avio raye i ID_kfiGCA6bx7j2Syl HDXFw7ye3KX-EOHTAXBTyT3EaXmCRgIQMoML7EeovSk9vOa6DzYOkP -1-2-9 B-0-4 t29 i 604 Scale =1:13.6 ass = 6-0-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) 0.04 4-7 >999 360 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.17 Vert(CT) -0.07 4-7 >974 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 nda n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-MP Weight: 201b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 HOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=142/Mechanical, 2=181/0-9-11, 4=69/Mechanical Max Horz 2=97(LC 8) Max Uplift 3= 129(LC 8), 2— 150(LC 8) , Max Gmv 3=145(LC 13), 2=181(LC 1), 4=104(LC 3) FORCES. (lb)'.- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsh h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129lb uplift at joint 3 and 150 lb uplift at joint 2. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loatls (plf) Vert: 1-2=-54 Trapezoidal Loads (plt) Vert: 2=0(F=27, B=27)-t0-3=-81(F=-14, B=-14), 5=0(F=10, B=10)-to-4=30(F=-5, B=-5) Walter P. Finn PE No.22039 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 Q WARNING, Verity dealgnpammefersand HEAD NOTES ONTN/SANDINCLUOED MHEK HEFERANCE FAGS M/F7473 rev. lrlTYlOfs BEFOHE USE OBSIgn valltllfor use only with MOels� connectors, IDIs tlesign Is based only upon parametersshown, and Is for an IndNltluol buiiding Component, not N�' a fruss system. Before me, the bulltling designer mustvarify Me appllcabllity of tlesign parameters and properly Incorporate this design Info the overall bulltlingtlesign, Bradng indicated is toprevent buckling of lntlivldual}mss weband/or chow membersonly. Additional temporaryand permanent brocing MiTek' Is always required for stability and to prevent collapse with possible persanol lnlury and property damage. For general guldonce regp'ding the fabticatian, storage. delbery. erectlan and bracing of trusses and m as rystems se. SVIP11 CualSy CdMM, OSBdg and aC51 aWdhtp Cemponml 6904 Perko Eest BNtl. W.in, lars.albrvcv.".M. from Truss Plate Ins11Me, 2" N. Lea Sheet Suite 312, Ale...... VA 22314. Tampa, FL 33610 oTruss Truss Type Oty Ply THE ROYALET13569653 �Jnfbl324 KJB MONO TRUSS 2 1 I Job Reference (optional) urrambers I russ, Inc., ran rrerce, rL I ID_kfiGCA6bx7j2Syl HDXFw7ye3KX-i crrOtC6jnB5ChLP_YExyaLZIXbOXMitOZm7fgzYOkO 3" = 4 R—la -1-11 7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0, Plate Grip DOL 1.25 TC 0.11 Vol -0.02 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Ven(CT) -0.03 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 n1a I BCDL 10.6 Code FBC2017/TP12014 Matril Weight: 17lb FT=0 LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD I REACTIONS. I(Ib/size) 3=95/Nlechanical, 2=148/0-9-11, 4=46/Mechanical Max Harz 2=75(LC 8) Max Uplift 3= 84(LC 8). 2=-136(LC 8) ;Max Grav 3=95(LC 1). 2=148(LC 1), 4=77(LC 3) FORCES. (lb)1- Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown Structural wood sheathing directly applied or 4-11-9 oc puffs. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- I 1) Wind: ASCE17-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL--4.2psf; BCDL=3.Opsf; Irl B=451t; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss Gas been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 84 lb uplift at joint 3 and 136111 uplift at joint 2. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof, Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vern 1-2=-54 Trapezoidal Loads (pit) Vent; 2=0(F=27, B=27)-to-3=-67(F=-7, B=-7), 5=0(F=10, B=10)-to-4=-25(F=-2, B=-2) WalterP. Finn PE No22839 Mil USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 3361D Date: March 22,2018 A WARNING I Verify design parometersand READ NOTES ON THISAND INCLUDED MITEACREFERANCEPAGEMIP7471 me. I"31,2916BEFOREUSE. Design valid for use only with Mlieks) connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, fire building designer must verily the oppllcobll ty of design parameters and properly Incorporate this design Into the overall bull design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and buss systems seeAN31/IPI7 CYaI21 Cmeda, DSB49 and SCSI Building Component Safely NfomioMwvolloble from Truss Plate Institute. 218 N. Lee Sheet, Suite 312, Alexandria, VA 22 14. MfTek 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty , Ply THE ROYALE T73569654 11324 MV2 VALLEY 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL oar au s mar r 1 eO ro mi ex inousmes, inc. um mar 22 69. m.46 Coro rays r ID_WiGCA6bx7j2Syl HDXFw7ye3KX-AOPDbDDkU5JygrwbYFIAVntIPmUGpylcDVgB6zYOkN 2-0.0 2-0.0 4.00 12 1 3 i 3x4 Scale = 1:6.1 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.01 Plate Grip DOL 1.25 TC 0.04 Vert(LL) Na - Na 999 MT20 2441190 TCDL 7.0� Lumber DOL 1.25 BC 0.02 Vert(CT) Na - Na 999 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(CT) -0.00 2 Na Na BCDL 10.0� Code FBC2017/TPI2014 Matrix-P Weight: 5lb FT=O% LUMBER- I BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied Or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. I REACTIONS. (Ib/size) 1=41/2-0-0, 2=30/2-0-0, 3=11/2-0-0 Max Horz1=21(LC 10) Max Uplift 1=-20(LC 10), 2=-30(LC 10) Max Gmv 1=42(LC 15), 2=32(LC 15), 3=22(LC 3) FORCES. (Ib) Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCEi7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Dpsq h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumlier DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSIRPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20 Ib uplift at joint 1 and 30 lb uplift at joint 2. 1 Walter P. Finn PE No.22839 MiTek USA, Inc. FL cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 22,2018 O WARNING I VO4ty design Pn meters and NEAP NGTEa ONTHIa ANG/NCLUGEG M/TEK REFERANCEPA GE Ml47979rev. fa/0Y1af5BEFORE USE Design valid for use only won MneF®con nactors. This design Is hosed only upon parameters shown,d Is for on Indlvitluol bulltling component, not a truss system fief.'. use, me bullding designer must verify the.ppllc.billty of deslgn parameters and properly Incorporate this tleslgn Info the overall bulltling deslgn. Stating IntllC.tad is to prevent buckling of lrxi vIdu.ifiuss_so-nd/o' chord members only. Addln. I'. pora'y d permanenibmcing MiTek' Is _.ya requlred for sl.bl, yantl to prevent collapse with p._Ible persona lnfury antl property damage, F.,g.n.,.,guId nce regarding the fobrico,on, storage, delivery, e'.cr.n.no br-cJng of husses and .. systems, e`aANSVIPII Q-.IJMyCdlts la. US4.49 and SCSI fi.Id Componont 6904 Palle East BNa. Sufofy Inform.n nov.s.Ne from Truss Plate Institute, 218 N. Lee Sheaf, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty , Ply THE ROVALE ' T73569fi55 m11324 MV4 VALLEY 1 1 Job Reference o ti0nal Chambers Truss, Inc., I I I I Fort Ylerce, FL 3x4 I a. tau s mar r r zu 10IVII I ert nNusu1e5, niu. 7itu Mricc 6;. 3x4 II 3 Scale = 1:9.4 LOADING (lost) SPACING- 2-0-0 CSI. DEFL. in (lac) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.6 Lumber DOL 1.25 BC 0.17 Vert(CT) n/a - n/a 999 BCLL 0.q ' Rep Stress Incr YES W B 0.00 Horz(CT) 0.00 r/a n/a BCDL 10.0 Code FBC2017/TPI2014 MaMx-P Weight:. 12 lb FT=0 I LUMBER- BRACING - TOP CHORD 2x4 SP N0.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins, BOT CHORD �x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=109/4-0-0,3=109/4-0-0 IMax Horz 1=56(LC 10) Max Uplift 1= 54(LC 10), 3=72(LC 10) Max Grav 1=112(LC 15), 3=117(LC 15) FORCES. (lb)I- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph 13-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6h; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 4) ' This truss Fias been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwe4n the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift at joint 1 and 72 lb uplift at joint 3. Walter P. Finn PE No22839 MiTek USA, Inc. FL Cart 6634 9904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 Q WARNING�Verlty Eeslgn parameters anJREAD NOTBB ONTN/S AN B INCLUDED MREKREFERANCE RAGE MLL]4]arev. iNeafl0r5 BEFORE USE Design vclltl or use only with MRek®connectors. IDls tleslgnls based only upon parameters shown, antl is for an lntllvlducl building component not a huss SystertV. Before use, the bulltling tleslgner mustverlty the appllcablllfy of design ppameeers and properly incorporate this tleslgn Into the overall ��' but bulltlingtleslgn.. Bracinglntllcated is to prevent buckling of lndbidual huss webantl/or chortlmembers only. Atldlnonpltemponxy antl permanent bracing iwiTek' for stability antl to prevent collapse with possible personal lnfury and property d.mage, For general gultlonceregprtling the D5949 antl BC61 BUBohry Component 9arety S Ale 4onnd Me Informu .'.elpble tom Truss Plot. Irns6tute, 218 N. Lee S4met Ite 312, ol, V'A 22314.Mnlo, Tampa, FL 33A0 Symbols PLATE LOCATION AND ORIENTATION 14- 1 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-1he' from outside edge of truss. This symbol Indicates the required direction of slots In connector plates. Plate location details available in M7ek20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION 0if Indicated by symbol shown and/or by text In The bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal — -Plate-Connected-Wood Truss_Constructi DSB-89: Design Standard for Bracing. SCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 648 I dimensions shown in sixteenths scale) (Drawings not to scale) 1 2 3 TOP CHORDS JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-131 1, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSIlrPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITek® All Rights Reserved MiTek® MITek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system e.g. diagonal orX-bracing, Is always required. See SCSI. 2. Truss bracing must be designed by on engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each Joint and embed fully. Knots and wane at joint locations are regulated by ANSIfTPI 1. 7. Design assumes trusses will be suitably protected from the environment In accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber Is a non-structural consideration and is the responsibility of truss fabricator. General practice Is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and sae, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back words and pictures) before use. Reviewing pictures alone Isnotsufficient. - ---------- -- 20. Design assumes manufacture in accordance with ANSI/IPI 1 Quality Criteria.